CN2797476Y - Mixed jointing node of assembled concrete frame structure beam column - Google Patents
Mixed jointing node of assembled concrete frame structure beam column Download PDFInfo
- Publication number
- CN2797476Y CN2797476Y CN 200520017139 CN200520017139U CN2797476Y CN 2797476 Y CN2797476 Y CN 2797476Y CN 200520017139 CN200520017139 CN 200520017139 CN 200520017139 U CN200520017139 U CN 200520017139U CN 2797476 Y CN2797476 Y CN 2797476Y
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- post
- buckle
- precast
- concrete
- node
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- Expired - Fee Related
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- 239000004567 concrete Substances 0.000 title abstract description 31
- 238000004804 winding Methods 0.000 claims 6
- 229910000976 Electrical steel Inorganic materials 0.000 claims 2
- 230000002787 reinforcement Effects 0.000 abstract description 31
- 239000004570 mortar (masonry) Substances 0.000 abstract description 11
- 229910000831 Steel Inorganic materials 0.000 abstract description 8
- 239000010959 steel Substances 0.000 abstract description 8
- 239000011148 porous material Substances 0.000 abstract 5
- 239000000853 adhesive Substances 0.000 abstract 3
- 230000001070 adhesive effect Effects 0.000 abstract 3
- 210000002435 tendon Anatomy 0.000 description 14
- 238000010276 construction Methods 0.000 description 9
- 230000008901 benefit Effects 0.000 description 5
- 239000004033 plastic Substances 0.000 description 5
- 238000005452 bending Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 235000014121 butter Nutrition 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 238000012946 outsourcing Methods 0.000 description 2
- 238000010422 painting Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 229920001778 nylon Polymers 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model belongs to the technical field of precast assembled concrete structures in civil engineering, which is characterized in that a beam (1) and a post (2) are precast, a gap with the width no more than 10 mm is arranged between the beam and the post, and the gap is closed by mortar (3); the end parts of the beam form a rectangular section, and the top and the bottom of the rectangular section are provided with a precast pore canal (4) for commmon steel reinforcements; grooves (5) are respectively arranged at the top and the bottom of the beam, so the middle of the beam forms an H-shaped section; therefore, a common steel reinforcement (6) can penetrate in the pore canal (4); a precast pore canal (7) for non-adhesive prestressing force ribs is arranged in the center of the beam section, so that a non-adhesive prestressing force rib (8) can penetrate in the precast pore canal (7); pore canals (4) and (7) are arranged on the post in the positions corresponding to the beam; non-adhesive zones (9) are respectively arranged outside both surfaces of the post and within the length which is not less than 2.5 times as big as the diameter of a common steel reinforcement; moreover, two overlapping concrete devices (10) restrained by spiral steel reinforcements are respectively arranged in the range at the upper and the lower parts of the beam end and is higher than one-half the height of the post. The utility model doesn't need pouring concrete, and has good quakeproof performance.
Description
Technical field
The Hybrid connections node of assembly concrete frame structure beam column is used to prefabricated beam column concrete component be assembled into framework entirety, belongs to prefabricated assembled concrete technical field of structures in civil engineering.
Background technology
Prefabricated concrete structure has the advantages that to reduce situ wet operation amount, component quality compared with cast-in-place concrete structure and easily ensures, good endurance, simplify that support works, speed of application are fast, save material, be conducive to building industrialization, economy and social environment benefit good.But the anti-seismic performance of fabricated construction is determined by the connection between prefabricated components.China's most area is in the area that provides fortification against earthquakes, so the whether reliable application for directly affecting fabricated construction of connection.First assembled formula concrete structure is relied on and is welded to connect substantially, but, in Tangshan Earthquake in 1976, fabricated construction destruction is serious, and almost all is collapsed.Henceforth, it is the anti-seismic performance of improvement fabricated construction, it is desirable to which the connection of fabricated construction can be similar with cast-in-place structural.The fabricated construction form of prefabricated components cast-in-place node is generally employed for this.This connecting node is that the reinforcing bar stretched out in prefabricated beam and column is coupled together at node by welding or overlap joint, then the concrete at cast-in-place node, so as to form cast-in-situ steel reinforced concrete node.Although the globality and anti-seismic performance of this structure type can compare favourably with cast-in-place structural, but because this connecting node needs cast-in-place concrete, prefabricated concrete structure short construction period, good in economic efficiency advantage thus are largely reducing, this causes that the development and application of fabricated construction are received and had a strong impact on.Therefore new connecting node is used, to give full play to the advantage of prefabricated concrete structure, it appears very necessary.
Utility model content
The utility model needs the shortcoming of cast-in-place concrete for the cast-in-place connecting node of prefabricated components, there is provided one kind does not both need cast-in-place concrete, and assembled frame structure can be made to have the novel connection node of good anti-seismic performance again.
A kind of Hybrid connections node of assembly concrete frame structure beam column that the utility model is provided, as shown in Figure 1, it is characterised in that：Beam 1 and post 2 are prefabricated, and no more than 10mm gaps wide are left between beam 1 and post 2, are closed by mortar 3；The end of beam 1 is square-section, and top and bottom set the reserving hole channel 4 of regular reinforcement；Beam middle part then sets groove 5 and forms H-shaped section respectively in the top and bottom of beam, to penetrate regular reinforcement 6 in duct 4；The reserving hole channel 7 of unbonded prestressing tendon is reserved at the beam section centre of form, to penetrate unbonded prestressing tendon 8；The reserving hole channel 7 for setting the reserving hole channel 4 for wearing regular reinforcement and reserved unbonded prestressing tendon is also stayed with beam opposite position on post；Regular reinforcement 6 is not less than in 2.5 times of diameter lengths of regular reinforcement 6 beyond 2 liang of surfaces of post respectively, by the conventional technical means such as sleeving plastic flexible pipe or painting butter outsourcing plastic cloth so that reinforcing bar is non-caked with concrete, so as to turn into non-caked area 9；The end upper and lower part of beam 1 is away from the surface of post 2 not less than two confined concretes of spiral reinforcement 10 being mutually lapped are respectively adopted in the range of 1/2 deck-molding；Regular reinforcement 6 and unbonded prestressing tendon 8 need grouting after penetrating duct.
The spiral reinforcement 10 is set for beam-ends concrete too early damaging by pressure when preventing earthquake from causing large deformation repeatedly; configuration amount is by 2% no less than its confined concrete volume; and pitch is not more than the 1/4 of screw diameter; screw diameter is preferably between 1/2 deck-siding and 1/3 deck-molding, and its concrete cover minimum thickness is identical with the requirement of stirrup.
The configuration amount of reinforcing bar is determined according to connection Cross section Design anti-bending bearing capacity by following principle in this connecting node：Regular reinforcement and unbonded prestressing tendon undertake about half anti-bending bearing capacity respectively.
The design principle of unbonded prestressing tendon prestressing force size is the friction shear resisting ability that should ensure junction, within the stress in presstressed reinforcing steel is remained at yield limit again.
The length of beam-ends square-section section presses following principle values：Tension anchorage length not less than regular reinforcement 6 adds the length in non-caked area 9.Position of the duct 4 on beam section should make regular reinforcement 6 respectively as close to the upper and lower edge of beam, and meet existing《Code for design of concrete structures》Bar spacing and the thickness of concrete cover requirement of regulation.The internal diameter in duct 4 and 7 should 6~15mm bigger than the diameter of regular reinforcement 6 and unbonded prestressing tendon 8 respectively.The position of groove 5, size should enable regular reinforcement 6 smoothly penetrate duct 4, meet this and require that lower slot cross-section preferably gets the small value.Non-caked area 9 on regular reinforcement 6 is that, in order to prevent regular reinforcement during earthquake from breaking too early, its length can not be too big, in order to avoid influence regular reinforcement surrender power consumption.It is stress increment when reducing large deformation that unbonded prestressing tendon 8 is located at purpose at the beam section centre of form, is kept it in elastic range.
In this connecting node, the shearing of beam passes to post by the frictional force between Liang Yuzhu, therefore is not required to set bracket in prefabricated beam and column.Unbonded prestressing tendon and regular reinforcement also play following effect respectively in addition to the common bending resistance (moment capacity) for providing junction：Unbonded prestressing tendon sets up pressure by prestressing force between beam column contact surface, so that junction has enough friction shear resisting abilities；Regular reinforcement surrenders dissipation seismic energy, so as to reduce eaerthquake damage when the cyclic reverse loading of earthquake generation is born by alternate tension and compression.The advantage of fabricated construction can not only be given full play to using the assembly concrete frame structure of this connecting node, and with good anti-seismic performance, can be used in the area that provides fortification against earthquakes of various earthquake intensitys, the problem for making prefabricated concrete structure exist for a long time is addressed, therefore, have broad application prospects.
Brief description of the drawings
Fig. 1 is this connecting node front elevation view；
Fig. 2 is beam-ends sectional view (Section A-A of Fig. 1)；
Fig. 2 is girder span middle section figure (section B-B of Fig. 1).
In figure：1 is beam, and 2 is post, and 3 is mortar, and 4 is the reserving hole channel of regular reinforcement, and 5 is groove, and 6 is regular reinforcement, and 7 is the reserving hole channel of unbonded prestressing tendon, and 8 is unbonded prestressing tendon, and 9 is non-caked area, and 10 is spiral reinforcement.
Note：To make drawing clearly be not drawn into beam column other arrangements of reinforcement, other arrangements of reinforcement should be determined by design.
Specific embodiment
To realize the Hybrid connections node of assembly concrete frame structure beam column, precast beam 1 and the posts 2 such as sectional dimension, quantity of reinforcement, the concrete grade for being determined according to design first, beam and column is precast reinforced concrete structure, or precast prestressed concrete component.Spiral reinforcement 10 is fixed in beam-ends when prefabricated, is stayed by template in beam and is set groove 5, apertured road 4 and 7 is stayed using pre-buried bellows or steel pipe；Pre-buried bellows or steel pipe stay apertured road 4 and 7 (noting, the duct position consistency on Ying Yuliang) in post；Unpolished plank sheathing is preferably used to make mat surface to increase frictional force at the contact surface of beam column.Beam and column concrete curing is to after design strength, you can transported and on-site hoisting.Post, then hoisting beam are first lifted, beam can be by installing interim bracket supports on post.After post, beam are in place, regular reinforcement 6 and unbonded prestressing tendon 8 are respectively penetrated in respective reserving hole channel 4 and 7.Regular reinforcement preferably uses HRB400, and non-caked area 9 can be realized using sleeving plastic flexible pipe or painting butter outsourcing plastic cloth.Unbonded prestressing tendon preferably uses the non-bending steel cable (f of extruding plastic-coatedptk=1860N/mm2).The gap perfusion mortar 3 between beam column after reinforcing bar is penetrated, and duct 4 and 7 is in the milk.Mortar used by gap between beam column preferably uses fibre mortar or epoxy resin mortar, fiber preferably to use nylon fiber, and its length can use 10~15mm, and volume can be by every cubic metre of 1.5~2kg of mortar.Duct 4 and 7 is irrigated with ordinary mortar.Mortar can be replaced with cement mortar, it is desirable to which the design compression strength of mortar or cement mortar is not less than beam Concrete Design compression strength.Grouting reaches design strength post-stress muscle and is anchored with anchorage.Temporary support is finally removed, that is, forms this connecting node.
Claims (5)
1. a kind of choking winding can elasticity adjustment structure, with a coil holder (1) that silicon steel sheet (41) are connect for wound around coil (31) and group, the coil holder (1) is made up of multiple half portions (11,11 '), have one to supply to put the storing area (12,12 ') of silicon steel sheet in the half portion (11,11 '), there is a winding area (13,13 ') for being available for wound around coil outside it, it is characterised in that：
The each half (11, 11 ') it is made up of a leading section (111) and a rearward end (112), two respective sides of the connection end of the leading section (111) are connected in two respective sides of the connection end of the rearward end (112), the leading section (111) with the position of rearward end (112) clamping on be arranged with one first buckle (113), and the rearward end (112) is then provided with second buckle (114) of multiple diverse locations on the position of correspondence first buckle (113), second buckle (114) of diverse location is sticked in by first buckle (113), the each half (11 can arbitrarily be adjusted, 11 ') length.
2. choking winding according to claim 1 can elasticity adjustment structure, it is characterised in that the connection end of the leading section (111) two correspondence outer side edges be connected in the rearward end (112) connection end two corresponding inner side edges.
3. choking winding according to claim 1 can elasticity adjustment structure, it is characterised in that the connection end of the leading section (111) two correspondence inner side edges be connected in the rearward end (112) connection end two corresponding outer side edges.
4. choking winding according to claim 1 can elasticity adjustment structure, it is characterised in that first buckle (113) can be a projection, and second buckle (114) is then the multiple grooves being engaged with the projection.
5. choking winding according to claim 1 can elasticity adjustment structure, it is characterised in that second buckle (114) can be a projection, and first buckle (113) is then the multiple grooves being engaged with the projection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520017139 CN2797476Y (en) | 2005-04-22 | 2005-04-22 | Mixed jointing node of assembled concrete frame structure beam column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520017139 CN2797476Y (en) | 2005-04-22 | 2005-04-22 | Mixed jointing node of assembled concrete frame structure beam column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2797476Y true CN2797476Y (en) | 2006-07-19 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200520017139 Expired - Fee Related CN2797476Y (en) | 2005-04-22 | 2005-04-22 | Mixed jointing node of assembled concrete frame structure beam column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN2797476Y (en) |
Cited By (31)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102086677A (en) * | 2009-12-02 | 2011-06-08 | 张吉华 | Prefabricated reinforced concrete beam and connection joint of reinforced concrete column and beam |
| CN103243820A (en) * | 2013-05-29 | 2013-08-14 | 吕西林 | Function recoverable prefabricate beam column node |
| CN103362210A (en) * | 2013-07-08 | 2013-10-23 | 中国矿业大学 | Prestress assembly frame structure |
| CN103541433A (en) * | 2013-09-22 | 2014-01-29 | 沈阳建筑大学 | Fabricated concrete hooking type joint |
| CN103669726A (en) * | 2013-12-16 | 2014-03-26 | 沙洲职业工学院 | Reinforced concrete column with additional variable diameter sub-spiral stirrups |
| CN103741791A (en) * | 2014-01-24 | 2014-04-23 | 长沙理工大学 | Assembled self-adaptive anti-seismic frame structure and construction method thereof |
| CN103924679A (en) * | 2014-04-14 | 2014-07-16 | 北京工业大学 | Prestressed concrete beam and circular steel pipe concrete column combined joint connected with regular rebars |
| CN103924682A (en) * | 2014-04-14 | 2014-07-16 | 北京工业大学 | Circular concrete-filled steel tubular column node of unbonded pre-stressing connecting concrete beam |
| CN103924678A (en) * | 2014-04-14 | 2014-07-16 | 北京工业大学 | Precast concrete beam and round concrete-filled steel tube column combining joint employing unbonded prestressed and ordinary reinforcement for connection |
| CN103924685A (en) * | 2014-04-14 | 2014-07-16 | 北京工业大学 | Prestress connected concrete beam round steel tube concrete column node |
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| CN103938732A (en) * | 2014-04-14 | 2014-07-23 | 北京工业大学 | Combination joint of prefabricated concrete beam and rectangular concrete filled steel tubular column connected through pre-stressed steel bars and common steel bars |
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| CN104264782A (en) * | 2014-10-29 | 2015-01-07 | 中国建筑第八工程局有限公司 | Assembling integral pre-stress framework structure and construction method thereof |
| CN104481031A (en) * | 2014-11-05 | 2015-04-01 | 沈阳建筑大学 | Assembly connection structure and method of coupling beams of shear walls of assembly concrete frame shear structure |
| CN105155683A (en) * | 2015-08-12 | 2015-12-16 | 四川省建筑设计研究院 | Prefabricated beam-column connection in prefabricated concrete buildings and construction method thereof |
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2005
- 2005-04-22 CN CN 200520017139 patent/CN2797476Y/en not_active Expired - Fee Related
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102086677A (en) * | 2009-12-02 | 2011-06-08 | 张吉华 | Prefabricated reinforced concrete beam and connection joint of reinforced concrete column and beam |
| CN103243820A (en) * | 2013-05-29 | 2013-08-14 | 吕西林 | Function recoverable prefabricate beam column node |
| CN103243820B (en) * | 2013-05-29 | 2015-02-18 | 吕西林 | Function recoverable prefabricate beam column node |
| CN103362210A (en) * | 2013-07-08 | 2013-10-23 | 中国矿业大学 | Prestress assembly frame structure |
| CN103541433A (en) * | 2013-09-22 | 2014-01-29 | 沈阳建筑大学 | Fabricated concrete hooking type joint |
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| CN103669726B (en) * | 2013-12-16 | 2016-04-06 | 沙洲职业工学院 | The reinforced concrete post of the additional sub-spiral stirrup of variable diameters |
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| CN106703190A (en) * | 2017-02-28 | 2017-05-24 | 中国建筑股份有限公司 | Prefabricating beam column joint structure containing prestressing pore path and construction method thereof |
| CN108867861A (en) * | 2017-05-12 | 2018-11-23 | 吴方华 | Bolt reinforcing bar bolt prefabrication and assembly construction beam column built from concrete mid-side node |
| CN108867886A (en) * | 2017-05-16 | 2018-11-23 | 吴方华 | Bolt reinforcing bar bolt prefabrication and assembly construction timber structure beam column interior joint |
| CN108867873A (en) * | 2017-05-16 | 2018-11-23 | 吴方华 | Bolt reinforcing bar bolt prefabrication and assembly construction timber structure beam-column joints |
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| CN109057009A (en) * | 2018-07-03 | 2018-12-21 | 重庆大学 | Novel prefabricated assembled concrete frame dry type node |
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| CN113123462A (en) * | 2021-05-25 | 2021-07-16 | 重庆大学 | Large-span prestressed concrete assembled frame connecting joint and construction method |
| CN114232892A (en) * | 2022-01-13 | 2022-03-25 | 福州大学 | Fabricated concrete connection structure connected through segmented steel bars and construction method thereof |
| CN114278009A (en) * | 2022-01-13 | 2022-04-05 | 福州大学 | Prefabricated assembled reinforced concrete beam in hybrid connection through bolts and sleeves and method |
| CN115370001A (en) * | 2022-09-09 | 2022-11-22 | 龙信建设集团有限公司 | Grouting construction process for prestress assembly type concrete frame joint |
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